CN109098164B - Embankment type preloading method - Google Patents
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- CN109098164B CN109098164B CN201810815229.9A CN201810815229A CN109098164B CN 109098164 B CN109098164 B CN 109098164B CN 201810815229 A CN201810815229 A CN 201810815229A CN 109098164 B CN109098164 B CN 109098164B
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- E02D3/00—Improving or preserving soil or rock, e.g. preserving permafrost soil
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Abstract
The invention discloses a dike type preloading method, which comprises the following steps: A. stacking around the periphery of the prepressing field to form a stacking carrier, wherein part of the main body of the stacking carrier falls on the inner side of the periphery of the prepressing field, and part of the main body of the stacking carrier falls on the outer side of the periphery of the prepressing field; B. after the first settlement is converged, removing part of the stacked carriers outside the periphery of the prepressing field and filling the stacked carriers into the no-load area, wherein the stacked carriers form a whole block of filling blocks, the prepressing field is subjected to second settlement under the action of gravity of the stacked carriers in the no-load area, and a first settlement curve corresponding to the first settlement and a second settlement curve corresponding to the second settlement are superposed to form a total settlement curve; C. and after the second settlement is converged, removing the part of the filling block exceeding the level of the design field. The invention ensures that the settlement of the field is more uniform, reduces the non-uniform settlement in the use stage after construction and greatly improves the use condition of the field.
Description
Technical Field
The invention relates to the technical field of preloading methods, in particular to a dike type preloading method.
Background
At present, in the preloading or the vacuum combined preloading, the full cheek step-by-step preloading is carried out on the range of the area to be processed. According to the monitoring result, two obvious phenomena exist in the stacking:
1) the sedimentation in the treatment area is obvious in the shape of a pot bottom. As shown in fig. 1, the measured settlement curve of a certain surcharge preloading project is that the settlement amount at the center position is the largest, the outward settlement amount is gradually reduced, and the settlement amount at the boundary position is the smallest. Of course, there is a range of settling outside the pre-load pressure region, and the overall settling curve shape is as shown in the settling tank of fig. 2.
2) The soil layers of a plurality of meters under the earth surface have obvious horizontal extrusion displacement, and are particularly obvious in deep soft soil areas. This leads to the following problems: 1. the consolidation degrees of different plane positions of the field are different, and the settlement is different after the field is worked under the same load level in the later use, so that the uneven settlement is formed; 2. after unloading, along with the horizontal retraction of the peripheral soil body, the rebound deformation of the field surface is larger, and the consolidation settlement is smaller than a calculated value; 3. after the pre-compaction of the soil body of the site is processed, the property of the soil body outside the processing boundary is still poor, the lateral constraint of the soil body of the site is quite weak, the soil body of the site is not beneficial to bearing load and stability in later use of the site, the effect of continuous extrusion of a larger level is achieved, and the settlement is more difficult to converge.
In order to solve the problems, the stacking range is simply expanded, the method is easy to think, the engineering property of the soil body at the periphery of the area to be processed can be improved, and the pot bottom effect and the horizontal extrusion effect can be alleviated to a certain degree. On the one hand, however, the enlargement of the stacking range means a large increase in the stacking of the packing, including an increase in the costs of the packing purchase, transport and disposal; on the other hand, the change rate of the sedimentation difference of the 'bottom of a boiler' effect is not obvious after the range is enlarged, and the problem of uneven sedimentation after work is still more prominent.
Secondly, a simulated surface method can be considered, namely, the stacking height of each position is determined by simulating the curved surface shape of the uniform stacking 'bottom of a boiler', and even the stacking in a certain range outside the to-be-processed area is included. This is theoretically ideal for a stacking method that minimizes the effects of differential settling and horizontal extrusion in the treatment area. However, this presents a considerable construction challenge in that heavy machinery is used to pack loose fill into a curved surface of continuously changing slope angle! In fact, in the dumping and filling process, the filling soil generally forms different natural slope angles on the slope surface according to the components of the filling soil, and therefore, the filling soil after the rough filling is leveled from the top to form the angle different from the natural slope angle. However, leveling to a flat surface is easy, and pushing is performed by using bulldozer equipment; but it is difficult to flatten the surface of the object to be curved, and the feasibility is poor.
Disclosure of Invention
The invention aims to solve the technical problem of providing a dike type preloading method, which can effectively improve the pot bottom effect and the horizontal extrusion effect, improve the preloading effect and is simple to implement.
The technical scheme adopted for solving the technical problems is as follows: a dike type preloading method comprises the following steps:
A. stacking around the periphery of a prepressing field to form a stacking carrier with a trapezoidal section, wherein part of the main body of the stacking carrier falls on the inner side of the periphery of the prepressing field, part of the main body of the stacking carrier falls on the outer side of the periphery of the prepressing field, the stacking carrier surrounds the central position of the prepressing field to form an idle load area, and under the action of gravity of the stacking carrier, the prepressing field is settled for the first time under the stacking carrier, and the settlement for the first time is converged and correspondingly forms a first settlement curve;
B. after the first settlement is converged, removing part of the stacked carriers falling on the outer side of the periphery of the prepressing field and filling the part of the stacked carriers into the no-load area, wherein the stacked carriers form a whole filled block with a trapezoidal section, the periphery of the top plane of the filled block is positioned right above the periphery of the prepressing field, the prepressing field is settled for the second time under the action of the gravity of the stacked carriers in the original no-load area, the settlement for the second time is converged and correspondingly forms a second settlement curve, and the second settlement curve and the first settlement curve are superposed to form a total settlement curve;
C. and after the settlement convergence for the second time, removing the filling blocks exceeding the level height part of the design field, and leaving the pre-pressing field.
Further, in step B, when the removed part of the stacked carriers is not enough to fill the empty area, an earth platform can be formed by stacking in advance at the central position of the empty area, so that the removed part of the stacked carriers can fill the empty area, and the height of the earth platform is less than or equal to the height of the stacked carriers.
Further, in the step a, the prepressing field is divided into a plurality of rectangular sheet areas which are sequentially and adjacently arranged, and a stacking carrier with a trapezoidal section is formed by stacking around the periphery of each rectangular sheet area.
Further, in the step A, the prepressing ground is divided into a plurality of annular plate areas arranged from inside to outside in a wrapping mode, and stacking carriers with trapezoidal sections are stacked around the periphery of each annular plate area.
Further, the stacking of the filling blocks of each annular plate area is finished from inside to outside in sequence.
Further, in the step a, when the pre-pressing field is a road linear field, the pile carriers include a left pile carrier and a right pile carrier which are respectively piled on two sides of the road linear field, an empty load zone is formed in the middle of the road linear field, and under the action of gravity of the left pile carrier and the right pile carrier, two sides of the road linear field are settled for the first time to respectively form a first settlement curve which is positioned right below the left pile carrier and the right pile carrier; after the first sedimentation is converged, removing part of the left pile carrier falling on the outer side of the periphery of the road linear field and removing part of the right pile carrier falling on the outer side of the periphery of the road linear field and filling the left pile carrier and the right pile carrier into an idle load zone, wherein the pile carriers form a whole filling block with a trapezoidal section, and under the action of the weight of the pile carriers in the original idle load zone, the middle part of the road linear field is sedimentated for the second time to form a second sedimentation curve positioned right below the original idle load zone, and the second sedimentation curve and the first sedimentation curve are superposed to form a total sedimentation curve.
Further, the inclination angle of the inclined edge of the heap carrier is defined as a, the a is equal to a natural heap filling slope angle formed by the natural heap of the heap carrier, and the inclination angles of the two inclined edges of the filling block are equal to the inclination angle of the inclined edge of the heap carrier.
Has the advantages that: by adopting the embankment type preloading method, under the condition that the cost is not increased basically or is not increased much, a plurality of better effects are achieved: 1) the sedimentation of the field after the stacking treatment is more uniform, the non-uniform sedimentation in the use stage after construction is reduced, and the use condition of the field is greatly improved; 2) the horizontal extrusion deformation of the peripheral soil body is reduced, and the rebound of the field settlement after unloading is reduced; 3) the soil body in a certain range around the field is also treated, which is beneficial to the stability of the embankment around the field. Therefore, the processed site foundation engineering has better property and is beneficial to later use.
Drawings
The invention is further described with reference to the following figures and examples:
FIG. 1 is a schematic view of a settlement curve formed by preloading in a pot bottom shape;
FIG. 2 is a schematic diagram of a settlement curve within a certain range including the periphery of a preloading region;
FIG. 3 is a schematic diagram comparing the settlement curves of single row and double row surcharge preloading;
FIG. 4 is a schematic diagram showing a settlement curve comparison between a dike-type preloading method and a single-row preloading method;
FIG. 5 is a top plan view of a block site after step A has been performed;
FIG. 6 is a schematic cross-sectional view taken along line B-B of FIG. 5;
fig. 7 is a top plan view of the block site after step B has been performed;
FIG. 8 is a schematic cross-sectional view taken along line B-B of FIG. 7;
fig. 9 is a schematic cross-sectional view of the road-like linear site after step a is performed;
fig. 10 is a schematic cross-sectional view of the road-like linear site after step B is performed.
Detailed Description
Fig. 1 and 2 reflect the problems mentioned in the background art, and fig. 3 and 4 show a schematic diagram comparing the settling curve of the solution of the present invention with a single row of surcharge prepressing. In fig. 3, the dotted line represents a single-row preloading settlement curve, and the solid line represents a double-row preloading settlement curve; in fig. 4, the dotted line represents a single-row preloading settlement curve, and the solid line represents a double-row preloading settlement curve.
In order to realize the preloading of the preloading field, firstly, the source of the preloading material is determined, the rock and soil parameters such as the weight, the natural filling slope angle and the like of the preloading material are obtained through testing, meanwhile, the design height of the preloading is determined through accurate calculation, and the determination of the preloading scheme is completed. Specifically, the material for stowage may be sand or soil, and soil is taken as an example for illustration in the embodiment of the present invention.
The invention relates to a dike type preloading method, which comprises the following steps:
A. the stacking carrier 1 with the trapezoidal section is formed by stacking around the periphery of the prepressing field, part of the main body of the stacking carrier 1 falls on the inner side of the periphery of the prepressing field, part of the main body of the stacking carrier 1 falls on the outer side of the periphery of the prepressing field, the top of the stacking carrier 1 is pushed flat, furthermore, the inclined edges of two sides of the stacking carrier 1 are naturally formed by the stacking carrier 1, the inclined angle of the inclined edges of two sides of the stacking carrier 1 is defined as a, and the a is equal to the natural stacking filling slope angle formed by the natural stacking of the stacking carrier 1. As shown in fig. 5 and 6, the heap carrier 1 surrounds the center of the pre-pressing field to form an idle area 2, and the pre-pressing field is settled for the first time under the action of gravity of the heap carrier 1, and the first settlement correspondingly forms a first settlement curve right below the heap carrier 1; the first sedimentation curve reflects the size of sedimentation amount in a vertical plane, the sedimentation amount of the middle part of the heap carrier 1 is larger, and the sedimentation amounts of the two sides of the heap carrier 1 are gradually reduced to form a common pot bottom shape. The uniformity of the sedimentation amount is low.
B. After the first settlement convergence, removing and filling a part of the stacking carrier 1 falling outside the periphery of the pre-pressing field into the empty loading area 2, as shown in fig. 7 and 8, the stacking carrier 1 forms a whole filling block 3 with a trapezoidal section, the volume of the part of the stacking carrier 1 is based on the periphery of the top plane of the formed filling block 3, and finally the periphery of the top plane of the formed filling block 3 is located right above the periphery of the pre-pressing field. The inclination angles of the two oblique sides of the filling block 3 are equal to the inclination angle of the oblique side of the stacking carrier 1, and are equal to the natural stacking slope angle. Under the action of gravity of the reactor carrier 1 in the no-load area 2, the pre-pressing field is settled for the second time, a second settlement curve located under the no-load area 2 is correspondingly formed through the second settlement, and the two ends of the second settlement curve are partially overlapped with the end part of the first settlement curve to form a wavy total settlement curve which is connected end to end. Compared with the one-time integral preloading, the continuous wavy shape formed by the staged two-time preloading is greatly higher in the uniformity of the sedimentation amount than a pot-bottom-shaped sedimentation curve formed by the one-time integral preloading.
C. And after the settlement convergence for the second time, removing the part of the filling block 3 exceeding the design site level, and leaving the pre-pressing site out so as to realize the utilization of the pre-pressing site.
By adopting the embankment type preloading method, under the condition that the cost is not increased basically or is not increased much, a plurality of better effects are achieved: 1) the sedimentation of the field after the stacking treatment is more uniform, the non-uniform sedimentation in the use stage after construction is reduced, and the use condition of the field is greatly improved; 2) the horizontal extrusion deformation of the peripheral soil body is reduced, and the rebound of the field settlement after unloading is reduced; 3) the soil body in a certain range around the field is also treated, which is beneficial to the stability of the embankment around the field. Therefore, the processed site foundation engineering has better property and is beneficial to later use.
Preferably, in step B, when the removed part of the stack carrier 1 does not sufficiently fill the empty space 2, a soil table may be formed by stacking in advance at the central position of the empty space 2, so that the removed part of the stack carrier 1 may fill the empty space 2, and the height of the soil table is less than or substantially equal to the height of the stack carrier 1. The loading height of the soil platform is basically equal to that of the stacking carrier 1, and the specific size of the soil platform can be determined according to the volume of the removed part of the stacking carrier 1 and the volume of the empty space 2, and finally the filling is performed to form a filling block 3 which is consistent with the height of the stacking carrier 1. This situation is applicable to the place size and still can not constitute the block and handle, forms the remedy of vacancy volume through the soil platform of piling up in advance.
Preferably, in the step a, the prepressing ground is divided into a plurality of rectangular sheet areas which are sequentially and adjacently arranged, and the stacking carrier 1 with a trapezoidal section is stacked and carried around the periphery of each rectangular sheet area. When the size of the prepressing field is large, the prepressing field is divided into a plurality of rectangular sheet areas which are sequentially and adjacently arranged, and the step A and the step B are executed in each rectangular sheet area until the surcharge prepressing of the whole prepressing field is completed.
Preferably, in the step A, the prepressing ground is divided into a plurality of annular plate areas arranged from inside to outside in a wrapping mode, and the stacking carrier 1 with the trapezoidal section is stacked and loaded around the periphery of each annular plate area. When the size of the prepressing field is large, the prepressing field can be divided into a plurality of annular plate areas arranged from inside to outside in a wrapping manner, and the piling and loading of the filling blocks 3 in each annular plate area are required to be finished from inside to outside in sequence by adopting the division of the form until the piling and loading prepressing of the whole prepressing field are finished.
The applicability of the method is greatly increased by realizing the division of the prepressing ground, namely, the step A and the step B of the method are continuously executed in small areas, and the surcharge prepressing with any prepressing ground size can be almost realized.
When the prepressing field is a road linear field, because the length dimension of the road linear field is far larger than the width dimension, in the step A, the stacking carrier 1 only needs to comprise a left stacking carrier 4 and a right stacking carrier 5 which are respectively stacked on two sides of the road linear field, and the left stacking carrier 4 and the right stacking carrier 5 do not need to be connected at the end parts to form a closed loop ring shape, so that the operation is greatly simplified.
An idle load zone 6 is formed in the middle of the road linear field, and under the action of the gravity of the left pile carrier 4 and the right pile carrier 5, the two sides of the road linear field are settled for the first time to form first settlement curves which are positioned right below the left pile carrier 4 and the right pile carrier 5 respectively; after the first settlement convergence, removing the part of the pile carrier 1 of the left pile carrier 4 falling outside the periphery of the road linear field and removing the part of the pile carrier 1 of the right pile carrier 5 falling outside the periphery of the road linear field and filling the pile carrier into an idle zone 6, wherein the pile carrier 1 forms a whole filling block 3 with a trapezoidal section, two peripheries of the top plane of the filling block 3 are respectively positioned right above two peripheries of the road linear field, under the action of gravity of the pile carrier 1 in the original idle zone 6, the road linear field undergoes second settlement and forms a second settlement curve positioned right below the idle zone 6, and two ends of the second settlement curve are overlapped with the first settlement curves on the left side and the right side to form a wavy total settlement curve connected end to end. Compared with the one-time integral preloading, the continuous wavy settlement curve formed by the staged two-time preloading is greatly higher in the uniformity of the settlement amount than the pot-bottom-shaped settlement curve formed by the one-time integral preloading.
The following explains the advantages of the method of the present invention by taking a road-like linear field as an example and combining fig. 9 and 10:
assuming that the road width is 40m, the proposed stacking height is 5m, and the natural filling slope angle of the filled soil is 26.5 degrees. Then, according to the general stacking design mode, the stacking section is trapezoidal, and the area of the section is about 150 square meters. Deducting a soil filling belt with an inverted triangle section along the center line of the road, wherein the area of the section can be calculated as 50 square meters; by replacing the average of the two cross-sectional areas, it is easy to calculate that each side extends by about 5 m. Obviously, if 5m of pack is directly splayed on both sides, about 1/3 of pack will be added. According to the above thought, the actual adjustment of the filling scheme is as follows: and (3) filling the road surfaces on the two sides of the road center line respectively, wherein the filling width is 25m and the filling height is 5 m. Thus, the volume of the filling is not increased, but the effects of several aspects are achieved:
1) the settlement curve in the stacking area is equivalent to the superposition of two curves with the width of 25m from a section of a pan bottom curve with the width of 40m, and is also equivalent to the elimination of a pan bottom curve with the width of 20m from the middle part of a pan bottom curve with the width of 50 m. The settlement curve after double-row stacking is shown in figure 3.
Obviously, the settlement is more uniform compared with the original single-row preloading settlement. In the theoretical curve of fig. 4, the ratio of the minimum to maximum settlement of the single-row surcharge pre-compression scheme is about 0.4 within 40m of the treatment to be performed; the ratio of the minimum sedimentation to the maximum sedimentation of the double-row surcharge preloading scheme is 0.7, and obviously uniform.
When the heaping load reaches a certain time, the peripheral soil is filled back to the middle part, a smaller settling tank is superposed on the middle part, and finally, the settlement is more uniform as shown in figure 4.
2) Because the settlement is uniform, the lateral extrusion effect of the soil body can be correspondingly reduced.
3) The prepressing settlement amount of the soil body outside the planned processing range is obviously increased, namely, the processing effect of the soil body in the range is greatly improved, and the stability of the field edge is facilitated.
Similar design methods are adopted under other stacking widths and heights, and the design can be carried out by trial calculation so as to reduce the ratio of the minimum sedimentation to the maximum sedimentation in the range to be treated as much as possible.
For a block site, the principle is similar to the above, but the site area, shape, surrounding conditions, stowage height, etc. will make the design calculation more complicated. Generally, for a field with the side length not more than 40m, similar to the example of the linear field, according to the natural slope angle of the soil body, the inverted cone-shaped filler in the central area is uniformly filled to the periphery, the range is expanded outwards by about 5m along the periphery to fill a circle of soil embankment, the soil embankment is filled to the designed height, and the embankment width is designed according to the mutual overlapping of embankment feet at the inner sides of the peripheral soil embankment; for a field with the side length of 60-90 m, additionally filling a soil platform in the center of the field, wherein the height of the soil platform is equal to or slightly lower than that of a surrounding soil embankment, and a peripheral slope foot of the soil platform is basically overlapped with an inner side embankment foot of the surrounding soil embankment; for larger fields, multiple dikes or dikes arranged in a piece can be adopted, and the piling carrier 1 is distributed in a plane manner by locally piling soil platforms. For linear fields, it is only necessary to fill parallel double rows of earth-carrying embankments by expanding about 5m outward from each side, and design the embankment width such that the inside embankment legs are basically overlapped with each other.
After the preloading settlement meets the design requirement, the filling soil body of the peripheral filling expanding area needs to be dug and removed, filled into the slopes in each dike, and tamped and filled in layers. Because the peripheral outward-expanded site is settled, the filled soil of a part of the expanded filling area becomes a part of the peripheral foundation and can not be dug for use, and therefore, the part of the soil is calculated during filling balance calculation; that is, the actual extent of the flare may be slightly less.
While the embodiments of the present invention have been described in detail with reference to the drawings, the present invention is not limited to the above embodiments, and various changes can be made without departing from the spirit of the present invention within the knowledge of those skilled in the art.
Claims (7)
1. A dike type preloading method is characterized by comprising the following steps:
A. stacking around the periphery of a prepressing field to form a stacking carrier with a trapezoidal section, wherein part of the main body of the stacking carrier falls on the inner side of the periphery of the prepressing field, part of the main body of the stacking carrier falls on the outer side of the periphery of the prepressing field, the stacking carrier surrounds the central position of the prepressing field to form an idle load area, and under the action of gravity of the stacking carrier, the prepressing field is settled for the first time under the stacking carrier, and the settlement for the first time is converged and correspondingly forms a first settlement curve;
B. after the first settlement is converged, removing part of the stacked carriers falling on the outer side of the periphery of the prepressing field and filling the part of the stacked carriers into the no-load area, wherein the stacked carriers form a whole filled block with a trapezoidal section, the periphery of the top plane of the filled block is positioned right above the periphery of the prepressing field, the prepressing field is settled for the second time under the action of the gravity of the stacked carriers in the original no-load area, the settlement for the second time is converged and correspondingly forms a second settlement curve, and the second settlement curve and the first settlement curve are superposed to form a total settlement curve;
C. and after the settlement convergence for the second time, removing the filling blocks exceeding the level height part of the design field, and leaving the pre-pressing field.
2. The embankment preloading method according to claim 1, wherein, in the step B, when the removed part of the stacked carriers is not enough to fill the empty space, a soil platform is formed in advance in the center of the empty space so that the removed part of the stacked carriers can fill the empty space, and the height of the soil platform is less than or equal to the height of the stacked carriers.
3. The embankment type preloading method according to claim 2, wherein in the step A, the preloading field is divided into a plurality of rectangular sheet areas which are arranged adjacently in sequence, and the stack carriers with trapezoidal sections are stacked around the periphery of each rectangular sheet area.
4. The embankment preloading method according to claim 2, wherein in step a, the preloading ground is divided into a plurality of annular sheet areas arranged in an inner-to-outer envelope, and a stack carrier having a trapezoidal cross section is stacked around the periphery of each annular sheet area.
5. The embankment type preloading method according to claim 4, wherein the stacking of the filling blocks of each annular slab section is performed sequentially from inside to outside.
6. The embankment type preloading method according to claim 1, wherein in the step a, when the preloading field is a road type linear field, the preloading carriers comprise a left stacking carrier and a right stacking carrier which are respectively stacked at two sides of the road type linear field, an empty load zone is formed in the middle of the road type linear field, and under the gravity action of the left stacking carrier and the right stacking carrier, the two sides of the road type linear field are settled for the first time and form a first settlement curve which is positioned right below the left stacking carrier and the right stacking carrier respectively; after the first sedimentation is converged, removing part of the left pile carrier falling on the outer side of the periphery of the road linear field and removing part of the right pile carrier falling on the outer side of the periphery of the road linear field and filling the left pile carrier and the right pile carrier into an idle load zone, wherein the pile carriers form a whole filling block with a trapezoidal section, and under the action of the weight of the pile carriers in the original idle load zone, the middle part of the road linear field is sedimentated for the second time to form a second sedimentation curve positioned right below the original idle load zone, and the second sedimentation curve and the first sedimentation curve are superposed to form a total sedimentation curve.
7. The embankment-type preloading method for pile-up according to claim 1, wherein the inclination angle of the sloping side of the pile carrier is defined as a, which is equal to the natural filling slope angle formed by the natural filling of the pile carrier, and the inclination angle of the sloping sides of the filling blocks is equal to the inclination angle of the sloping sides of the pile carrier.
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| KR100870465B1 (en) * | 2007-02-12 | 2008-11-25 | 장지건 | Preloading method by controlling of buoyancy |
| CN101603308B (en) * | 2009-04-23 | 2011-01-05 | 上海交通大学 | Safe construction method applied to strong structure soft soil by preloading method |
| CN204551429U (en) * | 2015-04-15 | 2015-08-12 | 陈柏州 | A kind of soft base piling prepressing drainage system large for settlement difference |
| CN105350511B (en) * | 2015-12-01 | 2017-03-29 | 浙江理工大学 | A kind of embankment capsule bar, water storage embankment and the method for carrying out water piling prepressing |
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